m埋地钢管结构计算1.0

埋地钢管的结构计算参考《给水排水工程埋地钢管管道结构设计规程》1.基本资料1)材料性能Ep(kN/m2)-钢材弹模En(kN/m2)Ee(kN/m2)Ee/EnBr(m)Br/d1ξEd(kN/m2)钢材弹模坑槽原状土弹模管侧回填土弹模b.0.1坑槽宽度查B.0.2-2管侧土综合变形模量2.06E+083.00E+035.00E+031.673.21.7715.00E+03f(N/mm2)--钢材强度设计值α-线膨胀系数rs(kN/m3)rst(kN/m3)rw(kN/m3)νpνs壁厚大于16mm时，取205回填土重度钢材重度水的重度泊桑比钢管胸腔两侧回填土泊桑比2151.20E-051978.5100.30.4A3钢2)几何参数一般取1m计算a(m)汽车轮胎分布宽度b(m)汽车轮胎分布宽度b0(m)计算长度t(m)D(m)设计地面高程(m)管中心高程(m)Ip(m4)0.60.210.0051.8不需要不需要0.00管外壁直径管壁中心距管的计算半径D1(m)D0(m)r0(m)r1(m)t0(m)管顶高程(m)Hs(m)地下水位埋深1.811.8050.90250.9050.018不需要0.850.53)计算系数rG1rG,svrGwrGsRqD(mm)3001.21.271.21.271.4Hs(mm)850kgmkvmkwmkbt(mm)51200.0830.1380.0830.089地下水位埋深0.5DLηγ0ψψc变形滞后效应系数1.0~1.5应力折减系数结构重要性系数5.2.2弯矩折减系数0.7~1.0可变作用组合系数1.250.91.10.850.9nKstKfDL（变形滞后系数1.0~1.5）ψq221.11.50.52.荷载计算1)钢管自重G1k(kN/m)2.232)竖向土压力Fsv,k(kN/m)29.2322.90抗浮计算取后者3)管内水重Gwk(kN/m)25.454)设计内水压力Fwd,k(kN/m2)920.00Fwk(kN/m2)420.005)真空压力Fvk(kN/m2)50.006)地面堆荷载qmk(kN/m2)10.00ψq0.57)地面车辆荷载qvk(kN/m2)27.9527.95两量汽-20Qvk(kN)μdz(m)n(轮个数)d1(m)d2(m)d3(m)后轮着地7010.8541.81.41.38)地下水浮托力Ffw,k(kN/m2)25.733.强度计算工况1地面汽车荷载N(kN)（公式6.1.3-2）分子分母M(kN.m)σθ(kN/m2)r0*ησθ(N/mm2)1046.1812.793.243.95131257.00129.94ok！！！60.06工况2地面堆积荷载N(kN)分子分母M(kN.m)σθ(kN/m2)r0*ησθ(N/mm2)1046.188.463.242.61106476.11105.41ok！！！84.59埋地钢管壁厚计算tDGstk011,DHFssksv4/2DGwwk11)4.1)(4.1(niivkvkzdnbzaQnqd300001,,11)(732.01)(trEEbrDqkGkFkGkMpdikvmcQwkwmGwksvvmsvGkgmGTEpQcpx管壁的纵向应力σx(N/mm2)109.81-38.49△T°c25最大组合折算应力σ1(N/mm2)109.76138.73最大组合折算应力σ2(N/mm2)97.36117.06138.73γ0σ152.61ok！！！37.394.稳定验算工况1地面汽车荷载(kN/m2)188.21ok！！！工况2地面堆积荷载(kN/m2)152.30ok！！！Fcr,k(kN/m2)1044.235.抗浮计算∑FGK(kN/m)25.128)地下水浮托力Ffw,k(kN/m)25.73kf0.98不满足6.刚度验算工况1地面汽车荷载ωd,max(mm)16.500ok！！！工况2地面堆积荷载ωd,max(mm)11.583ok！！！ψ0.020ΨD0(mm)36.10019.6024.52ff0)/(1,,vkikksvstkcrFqDFKF)1)(1(2)()1(3)1(223022,sdppkcrnEDtnEFfkfwGKKFF,/)061.0(30)1,30max,rEIEDqFrKDdppikqksvbLd0max,Dd1.51421431612002161.6181.8182.1182.2202.3201.6202202.2221800222管径覆土厚度壁厚1500141600141700151800151900152000162100162200172300171.6202400171.62025001818001.5242600181.6182700191.61828001929002030002014001400100014001600160011)4.1)(4.1(niivkvkzdnbzaQnqd300001,,11)(732.01)(trEEbrDqkGkFkGkMpdikvmcQwkwmGwksvvmsvGkgmG00,brFNkwdQcTEpQcpx200006tbMtbNxx221500121500151500181500101600121600161600181600111700131700161700191700111800131800171800191800111900141900171900201900122000142000182000202000122100142100182100212100122200152200192200212200132300152300192300222300132400152400202400222400132500162500202500232500132600162600212600242600142700162700212700242700142800172800222800252800142900172900222900252900143000173000233000151200160018001000)/(1,,vkikksvstkcrFqDFKF206090120150管道自重kgm0.2020.1340.1020.0830.077竖向土压力kvm0.2550.1890.1570.1380.128管内水重kwm0.2020.1340.1020.0830.077变形系数竖向压力kb0.1090.1030.0960.0890.085项目弯矩系数最大弯矩系数和竖向变形系数土弧基础中心角跨度5*26壁厚18mm边墩中1墩中2墩s600mmL13.9M水平荷载1.41KN/M14.4441.5035.71垂直荷载32.46KN/M332.52955.36822.02水平荷载0.85KN/M8.7125.0221.53垂直荷载24.59KN/M251.90723.73622.72水平荷载0.9KN/M地震标准值9.2226.4922.79边墩系数0.394中墩1系数1.132中墩2系数0.974承台78.624露出地面678.41415边桩竖向荷载293.6814m中1桩竖向荷载529.5923m中2桩竖向荷载479.08跨度1*25壁厚20mm边墩水平荷载0.86KN/M10.75垂直荷载19.29KN/M241.13水平荷载0.61KN/M7.63垂直荷载14.84KN/M185.50水平荷载0.51KN/M地震标准值6.38边墩系数0.5承台112.32露出地面339.20708边桩竖向荷载238.1219m跨度1*15壁厚12mm边墩水平荷载0.86KN/M6.45垂直荷载17.01KN/M127.58水平荷载0.61KN/M4.58垂直荷载13.15KN/M98.63水平荷载0.45KN/M地震标准值3.38边墩系数0.51.4m的按照4*25,1m的按照1*25则DN1000基本组合值标准组合值钢管管桥计算拟建管桥含1m和1.4m两种，1m1.4m的按照4*25,1m的按照1*25则DN1400基本组合值标准组合值1.4m的按照4*25,1m的按照1*25则DN1000基本组合值标准组合值承台112.32露出地面339.20708边桩竖向荷载194.6810m跨度3*10壁厚10mm边墩中1墩s600mmL11.5M水平荷载0.86KN/M3.449.46垂直荷载16.43KN/M65.72180.73水平荷载0.61KN/M2.446.71垂直荷载12.72KN/M50.88139.92水平荷载0.43KN/M地震标准值1.724.73边墩系数0.4中墩1系数1.1承台78.624露出地面339.20708边桩竖向荷载153.968m中1桩竖向荷载198.4810m跨度1*20壁厚14mm边墩s600mmL13M水平荷载0.86KN/M8.60垂直荷载17.58KN/M175.80水平荷载0.61KN/M6.10垂直荷载13.57KN/M135.70水平荷载0.46KN/M地震标准值4.60边墩系数0.5承台78.624露出地面339.20708边桩竖向荷载196.378m跨度2*20壁厚14mm边墩中1墩s600mmL13M水平荷载0.86KN/M6.4521.50垂直荷载19.29KN/M144.68482.25水平荷载0.61KN/M4.5815.25垂直荷载14.84KN/M111.30371.001.4m的按照4*25,1m的按照1*25则DN10001.4m的按照4*25,1m的按照1*25则DN1000基本组合值标准组合值基本组合值标准组合值1.4m的按照4*25,1m的按照1*25则DN1000基本组合值标准组合值水平荷载0.51KN/M地震标准值3.8312.75边墩系数0.375中墩1系数1.25承台78.624露出地面339.20708边桩竖向荷载184.17中1桩竖向荷载314.021.4m的按照4*25,1m的按照1*25则钢管管桥计算拟建管桥含1m和1.4m两种，1m1.4m的按照4*25,1m的按照1*25则1.4m的按照4*25,1m的按照1*25则1.4m的按照4*25,1m的按照1*25则1.4m的按照4*25,1m的按照1*25则1.4m的按照4*25,1m的按照1*25则穿越障碍物种类障碍物名称穿越方式顶坑接受坑滨河路明开G204顶管12汪桥路顶管智周路明开沿江高速顶管S338顶管寺泾路顶管梅北路顶管江夏路顶管季家浜盖板涵后小路顶管天字路顶管浦江路顶管迎宾路明开碧浒路顶管花板塘管桥新开河明开龙潭塘顶管杨树娄盖板涵顶管迈步塘顶管直北娄盖板涵明开大王塘顶管杨树泾盖板涵明开新泾塘顶管罗卜泾顶管寺泾塘顶管盐铁塘顶管汤家河顶管宅则塘顶管宁塘桥管桥西支河管桥东支河管桥常浒河顶管西泾沟管桥东泾沟管桥壁白塘管桥和现状路交叉和现状河塘交叉支护形式现状是否跨路横穿170.855471.0868沉井横穿长度埋地钢管的结构计算参考《给水排水工程埋地钢管管道结构设计规程》1.基本资料18001)材料性能Ep(kN/m2)-钢材弹模En(kN/m2)Ee(kN/m2)Ee/EnBr(m)Br/d1ξEd(kN/m2)钢材弹模坑槽原状土弹模管侧回填土弹模b.0.1坑槽宽度查B.0.2-2管侧土综合变形模量2.06E+085.00E+034.00E+030.803.21.581.1684.67E+03f(N/mm2)--钢材强度设计值α-线膨胀系数rs(kN/m3)rst(kN/m3)rw(kN/m3)νpνs壁厚大于16mm时，取205回填土重度钢材重度水的重度泊桑比钢管胸腔两侧回填土泊桑比2151.20E-051878.5100.30.4A3钢2)